01 Booster

HYDRAULIC CALCULATION

FOR

POTABLE WATER PUMPS

( 1 ) WATER DEMAND

( 2 ) TOTAL DYNAMIC HEAD

SUPPLIER

LAMAH EST.P.O. BOX : 4814 RIYADH 11412 KSA

TEL: 4788650 FAX : 4769138

Project : samba - Al SIFA branch / Riyadh



FOR

IRRIGATION PUMPS

( TOTAL DYNAMIC HEAD )

SUPPLIER


TEL: 4788650 FAX : 4769138



FOR

FIRE PUMPS

( TOTAL DYNAMIC HEAD )

SUPPLIER


TEL: 4788650 FAX : 4769138


General data :

Required capacity : 750 GPM

Outlet pressure : 65 PSI (45 m)

Farthest fire hydrants working together : 3

Flow for each fire hydrant : 250 GPM

Static head : 4.5 m

Project : samba - Al SIFA branch / Riyadh 0

0

Table of total fixtures

Fixture type : Public

FIXTURES / POINT NO. Basement G.F. F.F 2nd.F 3rd F 4th F. 5th F 6th F 7th F Roof Annex Total fixtures

Water closet (flush valve) 0

Water closet (flush tank) 0

Water Bidet 0

Hose for W.C

Lavatory (& H.B.) 8 16 30 140 28 37 4 16 4 2 10 295

Janitor Sink 1 1 5 10 1 3 2 23

Service sink

Shower 1 1 60 12 2 2 2 80

Bath tub

Kitchen sink 1 5 10 1 5 1 2 2 1 1 29

Dishwashing machine 0

Laundry 0

Ablution (Public) 0

Urinal (1" flush valve) 0

Urinal (3/4" flush valve) 0

Urinal (flush tank) 0

Project : samba - Al SIFA branch / Riyadh0POTABLE WATER PUMPSTOTAL WATER DEMAND CALCULATION Fixtures type : private

FIXTURESWeight in Fixture units

QuantityTotal weight in fixture units

Cold Hot Total Cold Hot TotalWater closet (flush valve) 6 0 8 6 36 0 48Water closet (flush tank) 3 0 4 0 0 0 0Water Bidet 0.75 0.75 1 0 0 0 0Hose for W.C 0.75 0.75 1 6 4.5 4.5 6Lavatory (& H.B.) 0.75 0.75 1 12 9 9 12Janitor Sink 0.75 0.75 1 0 0 0 0Service sink 1.5 1.5 2 0 0 0 0Shower 1.5 1.5 2 0 0 0 0Bath tub 1.5 1.5 2 0 0 0 0Kitchen sink 1.5 1.5 2 6 9 9 12Dishwashing machine 0 1 1 0 0 0 0Laundry 1.5 1.5 2 0 0 0 0Ablution (Public) 1 1 1.5 0 0 0 0Urinal (1" flush valve) 10 0 10 0 0 0 0Urinal (3/4" flush valve) 5 0 5 0 0 0 0Urinal (flush tank) 3 0 3 0 0 0 0Total Fixture Units 58.5 22.5 78WATER DEMAND ( GPM ) 54.5 GPM 36.5 GPM 61.3 GPM

12.37 m3/h 8.29 m3/h 13.92 m3/hWATER DEMAND ( m3/ h )

Project : samba - Al SIFA branch / Riyadh0

POTABLE WATER PUMPS

Flow rate through the piping system to the farthest point Fixture type : Public

FIXTURES / POINT NO.

Load I-J H-I G-H F-G E-F D-E C-D B-C A-B Pump to A

Public Total Total Total Total Total Total Total Total Total Total

cold

hot

Tota

l

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Add

T.Fi

x.

Tota

l f.u

Water closet (flush valve) 10 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Water closet (flush tank) 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Water Bidet 1.5

1.5 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Hose for W.C 1.5

1.5 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Lavatory (& H.B.) 1.5

1.5 2 28 28 56 37 65 130 6 71 142 6 77 154 6 83 166 6 89 178 6 95 190

182

277

554

16 293

586 2 295

590

Janitor Sink 1.5

1.5 2 2 2 4 3 5 10 1 6 12 1 7 14 1 8 16 1 9 18 1 10 20 13 23 46 0 23 46 0 23 46

Service sink 2.25

2.25 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Shower 3 3 4 12 12 48 2 14 56 0 14 56 0 14 56 0 14 56 0 14 56 0 14 56 64 78 312 2 80 320 0 80 320

Bath tub 3 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Kitchen sink 3 3 4 2 2 8 5 7 28 1 8 32 1 9 36 1 10 40 1 11 44 1 12 48 14 26 104 2 28 112 1 29 116

Dishwashing machine 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Laundry 3 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Ablution (Public) 1 1 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Urinal (1" flush valve) 10 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Urinal (3/4" flush valve) 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Urinal (flush tank) 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

SUM Total f.u. 116

224

242

260

278

296

314

1016

1064

1072

Flow rate ( gpm ) 47 70 73 77 81 84 88 210

216

217


0

Head loss calculation using ( 1 ) COLBROOK Formula For POTABLE WATER PUMPS

K P

ipe

roug

hnes

s

Local factors of fittings

F L

iner

loss

fact

or

Loss

m

per

100

m

dh(1

) Li

ner l

oss

dh(2

) Lo

cal l

oss

DH

Tot

al lo

ss

Tota

l hea

l (D

H+G

H) /

pip

e

Acc

umul

ativ

e P

ress

ure

gate

val

ve

But

terfl

y va

lve

Glo

be v

alve

chec

k va

lve

elbo

w (

45 le

g.)

elbo

w (

90 le

g.)

tee

redu

cer

Stra

iner

disc

harg

e ou

tlet

Tota

l loc

al fa

ctor

s

no. DN mm m mm GPM l/s 0.2

0.6

8.0

2.0

0.2

0.3

0.9

0.5

2.0

1.0 1/1 m m/s 1/1 1/1 m m m m m m

pumps to A 110 pvc 93.6 100 0.01 217 13.7 2 1 1 1 1 5.48 1.9888 186151.54 0.01665 3.59 3.59 1.105 4.69 4.69 4.69

A-B 110 pvc 93.6 100 0.01 216 13.6 1 0.9 1.97942 185273.98 0.01666 3.55 3.55 0.18 3.73 3.73 8.424

B-C 110 pvc 93.6 100 0.01 210 13.2 1 0.9 1.92317 180008.65 0.01674 3.37 3.37 0.17 3.54 3.54 11.96

C-D 90 pvc 76.6 100 0.01 88 5.53 1 0.9 1.20029 91942.522 0.01895 1.82 1.82 0.066 1.88 1.88 13.85

D-E 90 pvc 76.6 100 0.01 84 5.3 1 0.9 1.15108 88172.67 0.0191 1.68 1.68 0.061 1.74 1.74 15.59

E-F 90 pvc 76.6 100 0.01 81 5.08 1 0.9 1.10186 84402.817 0.01925 1.56 1.56 0.056 1.61 1.61 17.2

F-G 90 pvc 76.6 100 0.01 77 4.85 1 0.9 1.05265 80632.964 0.01942 1.43 1.43 0.051 1.48 1.48 18.69

G-H 90 pvc 76.6 100 0.01 73 4.62 1 0.9 1.00343 76863.111 0.0196 1.31 1.31 0.046 1.36 1.36 20.04

H-I 90 pvc 76.6 100 0.01 70 4.4 1 1 1.2 0.95422 73093.258 0.01981 1.2 1.2 0.056 1.26 1.26 21.3

I-J 90 pvc 76.6 100 0.01 47 2.97 1 2 2.1 0.64389 49322.242 0.0216 0.6 0.6 0.044 0.64 0.64 21.94

J-K 50 pvc 42.6 100 0.01 47 2.96 1 1 2 1 1 3.8 2.07744 88499.115 0.01939 10 10 0.836 10.8 10.8 32.79

TOTAL 1,100 1 0 0 0 0 3 12 1 0 1 0 30 3 33 32.79

Static head = 10.00 m

Outlet pressure 15 PSI = 11.00 m

total friction loss = 32.79 m

total dynamic head = 53.79 m

no.

part

of p

ipe

DN

Nom

inal

dia

met

er

ID P

ipe

Inne

r dia

met

er

L P

ipe

leng

th

Q F

low

rate

GH

Sta

tic h

eal

V M

ean

Vel

ocity

RE

Rey

nold

s nu

mbe

r

POTABLE WATER PUMPS

Project : samba - Al SIFA branch / Ri 0 Page ( 1 )

Head Loss Calculations:

The total friction loss Hs Consist of:

Hs = Hs1 + Hs2 …………………………………………………….…… (1)

Where: Hs1 : Friction loss Inside pipesHs2 : Friction loss inside fittings

Linear friction loss equation:

Hs = J . L …………………………………… ……………………………………... .... (2)

Where: J : linear loss factorL : length Of the pipe (m.)

: friction loss factor (COLBROOK-WHITE formula)V : velocity of water (m/s)g : gravity acceleration (9.81 m/s²)D : pipe inside diameter (m.)

COLBROOK WHITE formula:……………………………………………………………….. ( 4 )

1 = - 2 x log [

k+

2.51)3.7 x D

Where: K : pipe inside Surface roughness (m.)D : pipe inside diameter (m.)

RE : REYNOLD’S no. is given as follows: (1/1)

Where: n 1E-06V : velocity of water (m/s)D : pipe inside diameter (m.)

V = Q / A ………………………………………...………………………………………. ( 6 )

Where: Q : flow rate (m³/s)A : cross section are of the pipe (m²)

Data for the first pipe : 110 pvc Pipe type & size 110

110 mm Out side diameter (mm)8.2 mm Wall thickness (mm)

D = 0.0936 m : pipe inside diameter (m.)K = 0.00001 m : pipe inside Surface roughness (m.)

J = l . V² / ( 2 g D ) ………..…………………………………………………………….. (3)

l

sqr(l) Re x sqr( l )

RE = V x D / n …………………………………………………………………………. ( 5 )

: water viscosity= ( n = m2/s)

Project : samba - Al SIFA branch / Riyadh Page ( 2 )

Flow : Q = 217.216 GPM = 13.685 l/s = 0.01368 m³/sec

A = 3.14 x 0.094 ² / 4 = 0.00688 m²

V = Q / A = 1.989 m/s

1.989 x 0.0936 / 0.000001 = 186151.54

1 = - 2 log [

0.00001+

2.51 ]3.7 x 0.094 186151.5

By solving above equation :

0.01665

0.01665 x 1.9888 x 1.989= 0.03585 m/m 2 x 9.81 x 0.0936

Loss m per 100 m = J x 100 = 0.03585 x 100 m = 3.585 m / 100m

Pipe length L = 100.0 m

dh(1) Liner loss = J x L = 0.03585 x 100.0 = 3.585 m

Local losses equation is given as follows:

HS2 = SUM ZE . V ² / ( 2 . G ) …..…………………………………………………….. (7)

Where: G : Gravity acceleration (9.81 m/s²)V : Velocity of water (m/s)

SUM ZE : Sum of local loss factors

SUM ZE = gate valve 2 x 0.2 = 0.4Butterfly valve 0 x 0.6 = 0Globe valve 0 x 8 = 0check valve 1 x 2 = 2elbow ( 45 leg.) 0 x 0.2 = 0elbow ( 90 leg.) 1 x 0.3 = 0.18tee 1 x 0.9 = 0.9reducer 0 x 0.5 = 0Strainer 1 x 2 = 2discharge outlet 0 x 1 = 0Total local factors = 5.48

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 5.48 x 1.9888 X 1.9888

= 1.1047 m 2 x 9.81

DH Total loss = HS1 + HS2 = 3.585 + 1.105 = 4.69 m

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

Total heal (DH+GH) / pipe = Static head + Friction losses ………………………. ( 8 )

= 0.0 + 4.69 = 4.69 m


Data for the second pipe : 110 pvc Pipe type & size 110110 mm Out side diameter (mm)8.2 mm Wall thickness (mm)


Flow : Q = 216.192 GPM = 13.62 l/s = 0.01362 m³/sec

A = 3.14 x 0.094 ² / 4 = 0.00688 m²

V = Q / A = 1.979 m/s

1.979 x 0.0936 / 0.000001 = 185273.98

1 = - 2 log [

0.00001+

2.51 ]3.7 x 0.094 185274.0

By solving above equation : 0.01666

0.01666 x 1.9794 x 1.979= 0.03554 m/m 2 x 9.81 x 0.0936





HS2 = SUM ZE . V ² / ( 2 . G )

SUM ZE = gate valve 0 x 0.2 = 0Butterfly valve 0 x 0.6 = 0Globe valve 0 x 8 = 0check valve 0 x 2 = 0elbow ( 45 leg.) 0 x 0.2 = 0elbow ( 90 leg.) 0 x 0.3 = 0tee 1 x 0.9 = 0.9reducer 0 x 0.5 = 0Strainer 0 x 2 = 0discharge outlet 0 x 1 = 0Total local factors = 0.90

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 0.9 x 1.9794 X 1.9794

= 0.1797 m 2 x 9.81


Total heal (DH+GH) / pipe = Static head + Friction losses

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

= 0.0 + 3.734 = 3.734 m

Total Head for pipe 1 & 2 = 4.69 + 3.734 = 8.424 mOther pipes are calculated same as above, All data and results are arranged in the following table :

IRRIGATION PUMPS

Head loss calculation using ( 1 ) COLBROOK Formula Project : samba - Al SIFA branch / Riyadh

K P

ipe

roug

hnes

s

Local factors of fittings

F L

iner

loss

fact

or

Loss

m

per

100

m

dh(1

) Li

ner l

oss

dh(2

) Lo

cal l

oss

DH

Tot

al lo

ss

Tota

l hea

l (D

H+G

H) /

pip

e

Acc

umul

ativ

e P

ress

ure

gate

val

ve

But

terfl

y va

lve

Glo

be v

alve

chec

k va

lve

elbo

w (

45 le

g.)

elbo

w (

90 le

g.)

tee

redu

cer

Stra

iner

disc

harg

e ou

tlet

Tota

l loc

al fa

ctor

s

no. DN mm m mm GPM l/s 0.2

0.6

8.0

2.0

0.2

0.3

0.9

0.5

2.0

1.0 1/1 m m/s 1/1 1/1 m m m m m m

pumps to A 40 pvc 34 2 0.01 40 2.52 2 1 2 2 1 6.8 3 2.77557 94369.519 0.01961 22.6 0.45 2.67 3.12 6.12 6.123

A-B 40 pvc 34 2 0.01 30 1.89 6 2 3.6 2.08168 70777.139 0.02057 13.4 0.27 0.795 1.06 1.06 7.185

B-C 40 pvc 34 2 0.01 20 1.26 3 2.7 1.38779 47184.76 0.02214 6.39 0.13 0.265 0.39 0.39 7.578

C-D 32 pvc 27.2 2 0.01 15 0.95 1 1 1 1.7 1.62631 44235.712 0.02264 11.2 0.22 0.229 0.45 0.45 8.032

D-E 32 pvc 27.2 2 0.01 5 0.32 2 2 2.4 0.5421 14745.237 0.02856 1.57 0.03 0.036 0.07 0.07 8.099

E-F 20 pvc 17 2 0.01 2.5 0.16 1 2 1 1 1 3.2 0.69389 11796.19 0.03048 4.4 0.09 0.079 0.17 0.17 8.266

TOTAL 12 3 0 0 1 0 13 1 1 3 1.19 4.074 5.27 8.27

Static head = 3.00 mOutlet pressure = 20.00 mtotal friction loss = 5.27 mtotal dynamic head = 28.27 m

no.

part

of p

ipe

DN

Nom

inal

dia

met

er

ID P

ipe

Inne

r dia

met

er

L P

ipe

leng

th

Q F

low

rate

GH

Sta

tic h

eal

V M

ean

Vel

ocity

RE

Rey

nold

s nu

mbe

r

IRRIGATION PUMPSProject : samba - Al SIFA branch / Riyadh Page ( 1 )

Head Loss Calculations:

The total friction loss Hs Consist of:

Hs = Hs1 + Hs2 …………………………………………………….…… (1)

Where: Hs1 : Friction loss Inside pipesHs2 : Friction loss inside fittings

Linear friction loss equation:

Hs = J . L …………………………………… ……………………………………... .... (2)

Where: J : linear loss factorL : length Of the pipe (m.)

: friction loss factor (COLBROOK-WHITE formula)V : velocity of water (m/s)g : gravity acceleration (9.81 m/s²)D : pipe inside diameter (m.)

COLBROOK WHITE formula:……………………………………………………………….. ( 4 )

1 = - 2 x log [

k+

2.51)3.7 x D

Where: K : pipe inside Surface roughness (m.)D : pipe inside diameter (m.)

RE : REYNOLD’S no. is given as follows: (1/1)

Where: n 1E-06V : velocity of water (m/s)D : pipe inside diameter (m.)

V = Q / A ………………………………………...………………………………………. ( 6 )

Where: Q : flow rate (m³/s)A : cross section are of the pipe (m²)

Data for the first pipe : 40 pvc Pipe type & size 40

40 mm Out side diameter (mm)3 mm Wall thickness (mm)


J = l . V² / ( 2 g D ) ………..…………………………………………………………….. (3)

l

sqr(l) Re x sqr( l )

RE = V x D / n …………………………………………………………………………. ( 5 )

: water viscosity= ( n = m2/s)


Flow : Q = 40.0 GPM = 02.52 l/s = 0.00252 m³/sec

A = 3.14 x 0.034 ² / 4 = 0.00091 m²

V = Q / A = 2.776 m/s

2.776 x 0.034 / 0.000001 = 94369.52

1 = - 2 log [

0.00001+

2.51 ]3.7 x 0.034 94369.5

By solving above equation :

0.01961

0.01961 x 2.7756 x 2.776= 0.22649 m/m 2 x 9.81 x 0.034





HS2 = SUM ZE . V ² / ( 2 . G ) …..…………………………………………………….. (7)

Where: G : Gravity acceleration (9.81 m/s²)V : Velocity of water (m/s)

SUM ZE : Sum of local loss factors

SUM ZE = gate valve 2 x 0.2 = 0.4Butterfly valve 0 x 0.6 = 0Globe valve 0 x 8 = 0check valve 1 x 2 = 2elbow ( 45 leg.) 0 x 0.2 = 0elbow ( 90 leg.) 2 x 0.3 = 0.6tee 2 x 0.9 = 1.8reducer 0 x 0.5 = 0Strainer 1 x 2 = 2discharge outlet 0 x 1 = 0Total local factors = 6.80

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 6.8 x 2.7756 X 2.7756

= 2.67 m 2 x 9.81


p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

Total heal (DH+GH) / pipe = Static head + Friction losses ………………………. ( 8 )

= 3.0 + 3.123 = 6.123 m


Data for the second pipe : 40 pvc Pipe type & size 4040 mm Out side diameter (mm)

3 mm Wall thickness (mm)


Flow : Q = 30.0 GPM = 01.89 l/s = 0.00189 m³/sec

A = 3.14 x 0.034 ² / 4 = 0.00091 m²

V = Q / A = 2.082 m/s

2.082 x 0.034 / 0.000001 = 70777.14

1 = - 2 log [

0.00001+

2.51 ]3.7 x 0.034 70777.1

By solving above equation : 0.02057

0.02057 x 2.0817 x 2.082= 0.13359 m/m 2 x 9.81 x 0.034





HS2 = SUM ZE . V ² / ( 2 . G )

SUM ZE = gate valve 0 x 0.2 = 0Butterfly valve 0 x 0.6 = 0Globe valve 0 x 8 = 0check valve 0 x 2 = 0elbow ( 45 leg.) 0 x 0.2 = 0elbow ( 90 leg.) 6 x 0.3 = 1.8tee 2 x 0.9 = 1.8reducer 0 x 0.5 = 0Strainer 0 x 2 = 0discharge outlet 0 x 1 = 0Total local factors = 3.60

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 3.6 x 2.0817 X 2.0817

= 0.7951 m 2 x 9.81


Total heal (DH+GH) / pipe = Static head + Friction losses

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

= 0.0 + 1.062 = 1.062 m

Total Head for pipe 1 & 2 = 6.123 + 1.062 = 7.185 mOther pipes are calculated same as above, All data and results are arranged in the following table :

Documents

01 Booster